Moments of Area

The calculation of deflections using Moments of Area

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Contents

Overview
Summarising The Cases In Which This Method Is Useful,
Uniformly Distributed Loads
Page Comments

Overview

The drawing shows the Bending Moment diagram and the shape of a deflected beam between two point $\inline P$ and $\inline Q$ .

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The area of the Bending Moment diagram is $\inline A$ and its centroid is at a distance of $\inline \displaystyle \bar{x}$ from a chosen line $\inline OY$ .

A beam is a horizontal structural element that is capable of withstanding load primarily by resisting bending. The bending force induced into the material of the beam as a result of the external loads, own weight, span and external reactions to these loads is called a bending moment.

The tangents at $\inline P$ and $\inline Q$ to the elastic line, cut off an intercept $\inline z$ on $\inline OY$ .

$\frac{d^2y}{dx^2} = \frac{M}{EI}$

Integrating between $\inline P$ and $\inline Q$

$\left[\frac{dy}{dx} \right]_P^Q = \int \frac{M\;dx}{E\,I}$

If $\inline EI$ is a constant then

$\left(\frac{dy}{dx} \right)_Q - \left(\frac{dy}{dx} \right)_P = \frac{A}{E\,I}$

(2)

i.e. The increase of slope between any two points on a beam is equal to the net area of the Bending Moment diagram between those two points divided by $\inline EI$ .

If $\inline R$ is the radius of curvature of the beam at some point between $\inline P$ and $\inline Q$ , then the angle between the tangents at the end of a short length $\inline \displaystyle \delta x\;is\;\delta q$ where $\inline \displaystyle \delta x = R.\delta \theta$ .

The intercept of these tangents on $\inline OY$ is $\inline \displaystyle \delta z$ and since the slope everywhere is small:

$\delta z\;\approx x\,\delta \theta$

$\therefore\;\;\;\;\;\;\delta z = \frac{x\,\delta x}{R} = \frac{M\,x\delta x}{E\,I}$

Integrating

$z = \int \frac{Mx\,\delta x}{E\,I} = \frac{A\,\bar{x}}{E\,I}$

(3)

(If $\inline E\;I$ is a constant)

i.e. The intercept on a given line between the tangents to the beam at any two points $\inline P$ and $\inline Q$ is equal to the net moment about that line of the Bending Moment diagram between $\inline P$ and $\inline Q$ divided by $\inline EI$ .

Account has to be taken of positive and negative areas and frequently it is convenient to break down the Bending Moment diagram into a number of simple figures, so that the moment is obtained from $\inline \displaystyle \sum{A\,\bar{x}}$

The interecept $\inline z$ is positive when the tangent at $\inline Q$ strikes $\inline OY$ below the tangent at $\inline P$ .

This method is only used for particular applications in which it produces a quicker solution than the mathematical treatment. These cases can generally be labeled as those for which a point of zero slope is known. If this point is chosen as $\inline Q$ and $\inline OY$ is taken through $\inline P$ then equation (2) reduces to :

Slope at $\inline P$ = $\inline -\displaystyle\frac{A}{EI}$

And equation (3) gives the deflection of $\inline P$ relative to $\inline Q$ as $\inline \displaystyle \frac{A\bar{x}}{E\,I}$

Deflection is a term that is used to describe the degree to which a structural element is displaced under a load.

i.e. The deflection at any point can be found by working between there and a point of zero slope and taking Moments about the point where the deflection is required.

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It is very helpful in applying these theorems to sketch the approximate shape of the deflected beam and then by drawing the tangents at chosen points it should be clear which intercepts gives the relative deflection.

(e.g. If $\inline OY$ is taken through $\inline Q$ in the above diagram the intercept does not give the deflection)

Summarising The Cases In Which This Method Is Useful,

A cantilever is a beam anchored at only one end. The beam carries the load to the support where it is resisted by moment and shear stress. Cantilever construction allows for overhanging structures without external bracing.

Most Cantilever cases ( Zero slope at the fixed end)
Symmetrically loaded simply supported beams ( The slope at the centre is zero)
Built in Beams ( Zero slope at each ends)

Uniformly Distributed Loads

For uniformly distributed loads the Bending Moment diagram is a parabola and the following properties of area and centroids should be known.

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In the above diagram the surrounding rectangle has an area of bd. and the parabola is tangential to the base.

Then

$A_1 = \frac{1}{3}\,bd$

$\bar{x}_1 = \frac{3}{4}b$

$A_2 = \frac{2}{3}b\,d$

$\bar{x}_2 = \frac{3}{8}b$

Example:

[imperial]

Example - Example 1

Problem

Obtain expressions for the maximum slope and deflection of a simply supported beam of span $l$ with:

a) A concentrated load $W$ at the centre.
b) With a uniformly distributed load $w$ over the whole length.

Workings

In both cases, by symmetry the slope is zero at the centre and the maximum slope and deflection can be found from the area of the Bending Moment diagram over half the beam. i.e. $P$ is at the support and $Q$ is at the centre of the beam.

a) If $A$ is the area of the Bending Moment diagram for half the beam then:

$A = \frac{1}{2}\,\left(\frac{Wl}{4} \right)\left(\frac{l}{2} \right) = \frac{Wl^2}{16}$

Using Equation (1), Slope at support is $-\displaystyle \frac{A}{E\,I} = -\displaystyle\frac{Wl^2}{16\,E\,I}$

From Equation (2), the deflection of the support relative to the centre:

$= \frac{A\,\bar{x}}{E\,I} = \frac{W\,l^2}{16}\times\frac{l}{3}\times\frac{1}{E\,I}= \frac{W\,l^3}{48\,E\,I}$

b) The area $A$ of the shaded area of the Bending Moment diagram is given by:

$A = \frac{2}{3}\left(\frac{wl^2}{8} \right)\left(\frac{l}{2} \right) = \frac{w\,l^3}{24}$

Using equation (1) as before, Slope at support is $-\displaystyle\frac{A}{E\,I} = -\displaystyle\frac{wl^3}{24\,E\,I}$

From equation (2) the deflection of the support relative to the centre is given by:

$\frac{A\;\bar{x}}{E\,I} = \left(\frac{w\,l^3}{24} \right)\left(\frac{5}{16}l \right)\left(\frac{1}{E\;I} \right)=\frac{5\,w\,l^4}{384\,E\,I}$

Solution

a) The slope is $-\displaystyle\frac{Wl^2}{16\,E\,I}$ and the deflection is $\displaystyle\frac{W\,l^3}{48\,E\,I}$
b) The slope is $-\displaystyle\frac{wl^3}{24\,E\,I}$ and the deflection is $\displaystyle\frac{5\,w\,l^4}{384\,E\,I}$